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REPORT 


TO ACCOMPANY PLANS FOR THE 


SEWERAGE AND DRAINAGE 

OF 

HONOLULU, H. L 


BY 

RUDOLPH HER1NG, 

HYDRAULIC AND SANITARY ENGINEER. 

NEW YORK. 

1897 - 







• - 




REPORT 


TO ACCOMPANY PLANS FOR THE 


SEWERAGE AND DRAINAGE 


HONOLULU, H. I. 



BY j 

RUDOLPH HER1NG, 

HYDRAULIC AND SANITARY ENGINEER, 

NEW YORK. 

1897. 



44759 



ou* 


vfi 


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To Mr. S. B. Dole, 

President of the Hawaiian Republic , 

Honolulu, H. I. 

Sir,— In accordance with the request contained in a 
letter dated August u, 1896, and signed by Mr. J. A. King, 
Minister of the Interior, I herewith present plans of systems 
of sewerage and drainage for the City of Honolulu, H. I.; 
also estimates of cost, specifications for construction, trade 
catalogues, etc.; and, finally, this report describing the pro¬ 
posed works. 

Before proceeding with the description, I desire to ac¬ 
knowledge my indebtedness to yourself, to the members of 
your Cabinet and to the Bureau of Surveys; in particular 
to Mr. J. A. King, Minister of the Interior; Mr. W. O. Smith, 
Attorney-General and President of the Board of Health; 
Mr. William D. Alexander, Surveyor-General; Mr. Frank S. 
Dodge, City Engineer, and Mr. W. E. Rowell, Superintend¬ 
ent of Public Works, for much valuable information and 
assistance kindly rendered, which lightened the duties you 
had placed upon me. These duties were made excep¬ 
tionally pleasant by an atmosphere of high intelligence pre¬ 
vailing in your capital city, and also by its beautiful en 
vironment and delightful climate. 

Trusting that the works herewith proposed will con¬ 
tribute towards maintaining the natural salubrity of your 
city and further increase the comfort of living therein, I 
am, 

Very respectfully yours, 

Rudolph Hering, 
Hydraulic and Sanitary Engineer. 


New York, 1897. 


PRELIMINARY. 

The City of Honolulu is situated on the southern slope 
of the Island of Oahu, between Punchbowl Hill and the 
ocean. The harbor is a short, narrow, and deep channel 
extending from the mouth of the Nuuanu Stream about 
one and a quarter miles to the oCean. The city extends 
eastwardly for several miles around the foot of Punchbowl 
and towards Waikiki. It also extends northerly up the 
Nuuanu Valley. 

Near the harbor and towards Waikiki the territory is 
quite flat and does not rise much above sea level. From the 
shore to the edge of deep water are flats which are bare at 
low water. They are skirted by a line of coral reefs. The 
main part of the city is situated on higher ground from which 
there is a good slope towards the ocean. 

The soil underlying the city is generally quite porous 
and made up of the disintegrated rock washed from the vol¬ 
canic mountains. It therefore readily absorbs surface water 
and in the city’' spreads the sewage discharged into it 
through cesspools. Under the Soil and near the ocean is 
coral rock. Further up, the rock is basaltic and volcanic. 

I am informed, nevertheless, that when digging for 
cellars into coral rock 3 feet below high tide, on Queen 
street, near Fort street, a contractor (F. Harrison) found 
so little water in the trench that it could be readily re¬ 
moved by bailing with buckets. A vault on Fort street, 
below King street, was dug to about the same level, and 
the water came in very slowly. Another contractor (E. 
B. Thomas) reports that the deeper the excavation is made 
through the coral rock, the softer and the less porous it be¬ 
comes. A small hand pump would keep a cesspool dry 5 
feet below high tide. 

The porosity of the soil allows the rain water falling in 
the mountains to penetrate it at many points, and with a 


5 


gradual slope to move towards the ocean. The ground- 
water level or table thus established varies in height with 
the character of the soil. In the eastern part of the. city it 
is reported as standing 40 feet above ocean level. In most 
parts of the city this ground-water can be found, and it is 
now used in part for the water supply of the city. 

Unfortunately, there is no quartz on the island, and, 
therefore, no quartz sand is available. The sand used for 
making mortar and for other purposes is either disintegrated 
rock or coral which surrounds the island. 

Of some interest for the present study is the further 
fact that timber used for structures placed in the harbor or 
in sea water is quickly destroyed by the teredo. Soft 
woods and California redwood, when used for buildings, are 
destroyed in a similar manner by an insect called, l believe, 
the carpenter bee. It is stated that Oregon pine is not sub* 
ject to the ravages of this insect. 

The climate of Honolulu is extremely equable, the tem¬ 
perature never falling below 55 degrees, nor rising above 
90 degrees Fahrenheit. 

The winds blow generally from the northeast, but occa¬ 
sionally from other directions. The accompanying Plate 
VIII shows the comparative prevalence of wind directions 
and velocities for several years past. Records of the rain¬ 
fall have been kept by the Government at Honolulu for a 
number of years, and give a fairly good opportunity to esti¬ 
mate its characteristic features. In connection with the 
subject of this report, it is specially important to know the 
falls of greatest intensity. During the time of my stay in 
Honolulu there was an exceptionally heavy rainstorm, and 
it gave a good opportunity to judge of the amount of water 
which must be provided for in the proposed drains. In 
Appendix B, Dr. Lyons gives the amounts of some of the 
heaviest rains from the official records. 

The amount of rain water which must be provided for in 
the drains depends, not only upon the quantity of water fall¬ 
ing, but also upon the physical character of the surface.upon 
which it falls. If the surface is impervious, practically all: 


6 


of the water will run off on the surface and into the drains, 
If the surface is pervious, such as that which is not built 
upon, much of the water soaks away into the subsoil and 
less immediately reaches the drains. It will therefore be 
readily seen that less water needs to be provided for in lo¬ 
calities where the city is not densely built up than where 
the ground is covered with houses and pavements. 

The population for which the present design has been 
computed is 50,000 people. An increase would require 
additional sewers on other streets and extensions at the 
pumping station, but not a remodeling of any of the sewers 
now proposed. 

In the business part of the city the calculations are based 
upon a density of eighty persons per acre, which is a very lib¬ 
eral allowance. Along Beretania and King streets, as far as 
Waikiki Stream, and along Nuuanu and Fort streets, as far 
up as School street, and in the vicinity of Emma Square, 
the density of population is estimated at thirty persons per 
acre. About two-thirds of the remaining territory is 
assumed as having likewise a population of thirty per acre 
and one-third as having fifteen per acre. 

In determining the fall or slopes of the sewers, the popu¬ 
lation was assumed as being only 25,000 for the entire city. 
This was done to insure sufficient grades as soon as the sew 
erage system is built, and therefore a proper velocity of 
the sewage from the present population. 

In devising works for the removal of sewage and storm 
water it is necessary to determine which of the two general 
systems ordinarily in use will best suit a particular locality. 
In some cities it is found most economical to build a single 
system of sewers to receive both the storm water and the 
sewage. In other cities it is found best to build two separ¬ 
ate systems, one to receive the sewage alone, and the other 
to receive the storm water alone. 

A decision must be based mainly on the grounds of cost. 
Where it is necessary to provide for underground removal 
of both storm water and sewage on every street, it is cus¬ 
tomary to adopt the single or combined system. Where, on 


7 


the other hand, the sewage must be collected on every 
street, and the storm water may be allowed to run off on 
the surface, the double or separate system usually becomes 
the less expensive one. Where, in addition, it is neces¬ 
sary to pump the sewage, so as to discharge it at a proper 
outfall, and the rain water may flow into near water¬ 
courses without objection, the separate system is again pre¬ 
ferable because less expensive. Where immediate provis¬ 
ion must be made for the underground removal of sewage, 
and much of the surface water may, without objection and 
for some time to come, continue to run its natural way, there, 
once more, the separate system is preferable. 

On these grounds there is no question that for the city 
of Honolulu the separate system is the proper one. It will 
give more satisfaction in its operation and be much less ex¬ 
pensive than the other system. It is, therefore, recom¬ 
mended to you and has been adopted in the preparation of 
the plans. Accordingly, there is a system of sewers for the 
collection, removal and final disposal of the sewage alone, 
and there is a system of drains for the underground removal 
of storm water from localities where this is necessary. 


V ■. ■ ■ 


SEWERAGE SYSTEM. 

A .— Final Disposal of the Sewage. 

Sewage is ordinarily disposed of in either of two ways: 
By purification obtained by filtration through porous soil 
and by dilution m a large body of water. 

The question of utilizing sewage was formerly thought 
to be of considerable importance for economical reasons. 
At the present time the utilization in most cases is known 
to be a matter of considerable expense, the greatest value 
of the sewage being its water value when used for irriga¬ 
tion. 

There is no proper soil in or near the City of Honolulu 
which is well adapted for sewage purification. Nor is there 
any land within a reasonable distance where the sewage 
could be profitably used for irrigation. These methods of 
disposal have therefore not been investigated in detail. 

A common method of disposal in England is to precipi- 
tate'the suspended organic matter by the addition of certain 
chemicals. This expedient allows the clarified sewage to 
be discharged into a running stream, or large body of water, 
without causing the objection that would result from the 
discharge of raw sewage. Precipitation, however, when 
adapted to the needs of your city, requires so large an ex¬ 
pense that it cannot be recommended. Moreover, unless 
the works are conducted with great care, the method meets 
with objection from the offensive odors that may then arise. 

The only proper method and the least expensive one for 
the disposing of the sewage of Honolulu is by a discharge 
into the ocean at such a point and under such conditions 
that a thorough dilution may be obtained. 

This method has been practiced in many large cities, 
and where the conditions are proper and the works 
are suitably designed, complete satisfaction has been given 






9 


in every case. The City of New York discharges its sew¬ 
age into the adjoining water courses, and no evidence re¬ 
mains of it. The City of Boston discharges its sewage into 
the harbor, with the out going tide, and it disappears com¬ 
pletely from sight after running out to sea a short distance. 

As already stated, the coral reef which forms the outer 
shore in front of the City of Honolulu extends all along 
the island, and it will be necessary to discharge the sew¬ 
age beyond it. Several points have been investigated 
which seem to be more or less suitable. In order to de¬ 
termine the best location we must consider the tides, 
winds, currents and the depths of the water. 

The mean range of tide at Honolulu is 1.2 feet. The 
grand range is 2.2 feet. The tidal flow, therefore, is 
not considerable. I made a calculation to see how much 
sewage could be discharged into the harbor without 
causing trouble. The result showed that, at best, it is pos¬ 
sible to discharge the sewage of but 5,000 persons, pro¬ 
viding no other organic refuse enters. As there is consid- 
able shipping in the harbor, the pollution caused by it 
alone would be equivalent to the amount of sewage that 
can be discharged without offence. Therefore the sewage 
of the city must be discharged elsewhere. 

Plate VIII shows a number of wind diagrams, indica¬ 
ting the direction, frequency and velocity of the wind for 
the years 1890 to 1896, inclusive. It will be seen that the 
wind is mostly from the northeast, and that also its velocity 
is greatest when it blows from this direction. 

A “ work diagram ” on the same plate shows the pro¬ 
ducts of the average yearly frequency in each direction 
with the corresponding average yearly velocity. It will be 
seen that the resultant force of the wind is decidedly in a 
southwesterly direction and that there is but very little in 
the other directions. 

Notwithstanding this favorable condition it is neverthe¬ 
less necessary to discharge the sewage in such a manner 
that, even when the wind blows strongly from the south 
for a day or more, the sewage will not be driven ashore. 


10 


Sewage is lighter than sea water and when discharged 
into it will naturally rise to the surface. It will do so the 
more readily when the currents are slight. It was there¬ 
fore advisable to obtain some evidence regarding the latter. 
Through the kindness of the following gentlemen I re¬ 
ceived certain information bearing upon this matter: 

Captain J. C. Lorenzen stated that the currents in front 
of the city are always very slight; they are seldom even per¬ 
ceptible. Nevertheless, when observed, they generally go 
to the westward, even with light winds. The greatest cur¬ 
rents he observed ranged from i to miles per hour. He 
noticed no large eddies. The offshore winds are always 
stronger at Waikiki than at the quarantine station. 

Mr. M. N. Sanders stated that, according to his observa¬ 
tions, the currents always went with the wind. The trade 
wind currents set to the westward, and west winds caused 
eastward currents. They are always very slight. When he 
dredged the channel the discharge pipe delivered the mate¬ 
rial at a point 1,000 feet west of its mouth, and no material 
had ever drifted back. He states that freshets from the 
Nuuanu Valley always discolor the ocean water to the 
westward. 

Captain Edward F. Cameron supported the same views, 
and added that the velocity of the water in front of the 
harbor did not exceed £ to i mile per hour. He further stated 
that the red midchannel buoy, which is in 28 feet of water, 
leans to the southwest nineteen out of every twenty days. 

On December 22d, a trip was made with Captain Hilbus 
when towing two barges of night soil to the dumping place. 
There was a heavy northeast wind and the sea was rough. 
The barges were discharged about 2 miles from the wharf 
in about 18 fathoms of water. The water was slightly 
discolored at first, and drifted to the west. After thirty min¬ 
utes the discoloration at the surface had almost entirely 
disappeared. 

In order to cause a rapid and thorough dilution of the 
sewage it is highly important, when the currents are slight, 
to have the outfall in as deep water as practicable. 


Two locations for an outfall have been considered. 
One lies to the west of the harbor and the other to the east 
of it. Both projects were worked out in detail and are 
shown on Plate I. The best outfall that could be obtained 
for the western outfall allows the sewage to be discharged 
under only 18 feet of water. The eastern outfall allows it to 
be discharged under ioo feet of water. 

For the following reasons I consider the deep outfall 
very much superior to the other: 

A comparative estimate of cost of the two projects indi¬ 
cated that the eastern outfall would cost about $20,000 less 
than the western outfall, when taking into account also the 
lessening of the cost of the sewerage system itself. 

There is a better site for a pumping station and the 
cost of pumping will be less. A larger territory can be 
sewered to the pumping station than if the latter is located 
near the King Street Bridge, as required bv the Quaran¬ 
tine Island outfall. The station is also closer to the wharves, 
and consequently there is a shorter haulage for coal. It is 
also nearer to tide water, giving a better opportunity for 
an overflow in case of necessity. 

The sewage will never be noticed in 100 feet of water. 
The prevailing currents will take it away from the island. 
During the brief intervals when the currents move 
in the other direction there will not be any evidence of 
pollution when the water reaches the shore. In fact, it is 
less likely that any particles of sewage may appear on the 
surface of the water opposite Waikiki, if it is discharged 100 
feet below the water surface at the eastern outfall, than if it 
is discharged only 18 feet below the surface at the western 
outfall, although farther away. As all of the sewage should 
be screened before it is discharged, there will not in either 
case be any floating matter to drilt about on the surface of 
the ocean. Any floating matter carried by the sewage will 
be retained by double screens before it reaches the pumps, 
and may be removed as it becomes necessary. Any fine 
solid particles passing the screens will be further com¬ 
minuted in passing through the pumps, and will be dis- 


12 


charged at the outfall in a condition to prevent their rising 
to the surface through ioo feet of water. The bottom ot 
the ocean at the proposed point of discharge slopes down¬ 
ward to a great depth. There is no question but that all 
sewage discharged will completely disappear. 

The eastern outfall into deep water is therefore recom¬ 
mended to you. 

B. —Alignment of the System. 

Alter locating the point of disposal it becomes neces¬ 
sary to deliver the sewage to it in the most economical 
manner. The topography of the city largely influences the 
arrangement and alignment of the system. Inasmuch 
as it will be necessary to pump all of the sewage, in order 
to deliver it to the recommended outfall, the best site for a 
pumping station had to be determined. Your City Engi¬ 
neer, Mr. F. S. Dodge, assisted me in selecting the particular 
locality indicated on the plan. It proves to be the most 
economical location, besides being out of the way of the 
improved sections of the city. 

From the pumping station two main collecting sewers 
diverge, one taking a northerly and the other an easterly 
direction. The northerly sewer follows the beach road as 
far as Richards street. Following this street one block 
it turns northerly on Halekauwila street to Fort street. 
Running one block eastwardly on Fort street it extends, 
again northerly, on Queen street to the King Street 
Bridge over the Nuuanu stream. From here branches ex¬ 
tend up King street and River street. Principal branches 
discharge into this main sewer also on Fort street, Alakea 
street and Punchbowl street. The detailed alignment and 
all of the lateral sewers are shown on the plan. 

The other main sewer runs from the pumping station in 
an easterly direction on a new street to Queen street, where 
it divides into two branches, one extending southerly on 
Queen street, and the other easterly on South street to King 
street. The King street sewer follows easterly- as far as 


13 


Punahou street and thence to Beretania street. Here also 
all the lateral sewers are indicated on the plan. 

The present swamp lands lying between King street and 
the ocean, as well as the suburb Waikiki, cannot be sewered 
except by a special system. When it becomes necessary to 
extend the sewerage system towards the east and include 
these sections, a small central pumping station must be 
located at a suitable point near the lowest part of the 
territory to which the several main sewers of this new dis¬ 
trict may converge. Here the sewage must be pumped 
into a main leading to the principal pumping station. This 
lifting can be accomplished either by compressed air or by 
electricity, as may be found most expedient at the time. 
The auxiliary pump can be operated from the main pump¬ 
ing station and therefore does not need especial local attend¬ 
ance, excepting now and then, to see that the machinery is 
in order. It is not necessary to consider this area any further 
at the present time. The streets are not yet laid out and the 
character of the development of the territory is not yet 
definitely indicated. 

The alignment of the main sewer from the pumping 
station east on Beach road to the first street, thence north 
to Queen street, thence along Queen to South, and along 
King street, has the object that the 24-inch section can be 
utilized to drain a large portion of the Kewalo district in 
the future. 

The general alignment of the lateral sewers and sub- 
mains is made so that the sewage flow is concentrated as 
far away as possible from the pumping station. This is 
done to give as great a depth of flow as possible in the main 
sewers because they have only a slight fall. 

C — Depth and Slope of Sewers. 

The depths and slopes given the sewers are based upon 
the street levels as furnished by the City Engineer. As 
there may be some changes in these grades, new profiles 
should be run when the sewers are to be built, and, if neces¬ 
sary, proper adjustments should be made. 


14 


In many cases it has been necessary to calculate eleva¬ 
tions of the sewers from scaled distances. Also, for this 
reason, the profiles should be verified before construction is 
undertaken. 

The minimum depth of the sewers below the street sur¬ 
face has been assumed at 3^ feet. This was done to permit 
of the construction of flush tanks, as well as of the proper 
joining of the house pipes with the sewers. It is otherwise 
often not practicable to give the house pipes a sufficient 
slope. These should have a fall of at least one-fourth of an 
inch to the foot. 

In the business districts, and particularly where cellars 
are customary and must be drained, the sewers should be 
placed from 8 to 10 feet deep. In suburban districts where 
cellar drainage is not generally demanded, such a depth is, 
of course, not necessary. 

The least slope to be given a sewer is governed partly 
by the slope of the territory and partly by the least allow¬ 
able velocity of the sewage. The velocity must be suf¬ 
ficient to prevent the accumulation of deposits when the 
sewer runs from one-third to one-half full, a condition which 
may be obtained by proper flushing. A 6-inch pipe should 
have a slope of at least 0.7 per cent.; an 8-inch pipe, 0.4 per 
cent., and a 10-inch pipe, 0.3 per cent. With these slopes, 
when the pipes have a smooth and regular interior surface, 
and when they run half full, there will be a velocity of about 
2 feet a second, which is barely sufficient to give a satisfactory 
result. Wherever practicable, the slopes should, therefore, 
be increased beyond the above figures. 

On the other hand, the greatest allowable slope, namely, 
that beyond which a destructive velocity might obtain, is 
usually assumed to give the continuous flow of sewage a 
velocity of not more than 6 feet a second. When the ter¬ 
ritory has a greater fall, the grade or slope of the sewer 
should be reduced, and the reduction compensated by an 
occasional vertical drop. 

In establishing the slopes of the sewers, a careful dis¬ 
tinction should be made between the hydraulic slope, which is 


i5 


practically that of the surface of the flowing water, and the 
slope of the sewer bottom. On light slopes, it is, of course, 
well to pitch the sewer bottom as much as possible, and, as 
the size of the section increases, to make such increase at the 
top of the sewer. On steep slopes, it is well to keep the top 
of the sewer on a uniform grade, and make the entire drop 
for an increased size at the bottom. 

As the present population will contribute but a fractional 
part of the sewage for which the sewers have been de 
signed, their slopes were established so that, even with the 
slight flow, still a satisfactory velocity should be obtained. 

Plate VI contains the profiles of the main sewers. No 
profiles are shown of the branch sewers discharging into 
them because they can be laid almost everywhere parallel 
to the natural street surface. Their inclination generally 
depends upon the established street grade, while that of the 
main sewers is quite independent thereof. 

The profile for the outfall sewer has been made on the 
assumption that the line of the reef, shown on the map 
made by the United States Navy Hydrographic Bureau in 
1880, is correct. It differs from the line shown on the map 
as made by Mr. W. A. Wall in 1887. In case the latter is 
correct, the profile should be correspondingly adjusted. 

D.— Sizes and Sections of Sewers. 

It is a matter of some importance to give the sewers 
their proper sizes. If too small they are likely to get ob¬ 
structed ; if too large they add not only a useless expense 
for their construction, but facilitate the deposit of sus¬ 
pended foul matter. 

The amount of sewage per capita is usually assumed as 
being equal to that of the water supply. I have estimated it 
at 60 gallons per head per day. Half of this quantity is sup¬ 
posed to reach the sewers in six hours, and an amount, equal 
to 10 per cent, of this quantity, is added for ground-water. 
With these quantities the sewers are assumed to run half 
full. 


i6 


The sizes are marked on the plans and profiles. All 
lateral sewers are to be 8 inches in diameter, unless the 
slope exceeds 4 to 6 per cent., in which case they are to be 
6 inches in diameter. 

Sewers that are 24 inches in diameter and less, are as¬ 
sumed as being built of vitrified pipe. Those having a 
diameter greater than 24 inches may be built of brick or 
concrete. The concrete sewers will be less expensive and 
better in wet trenches. If the material is properly selected 
and mixed, and the work is properly done, such sewers are 
even better than brick sewers and are extensively used in 
England, France and Germany. It is necessary to have 
the concrete sewers plastered inside with a mortar made 
of quartz sand, so as to be more durable in resisting abra¬ 
sion. 

Sewers that are constructed in trenches excavated in 
water-bearing coral rock may be made of concrete, tamped 
around proper forms and centers, while the water stands in 
the trench. This method of construction is shown on Plate 
XIII. 

The construction of the large sewers in concrete, of 
which the invert is plastered with a mortar made of quartz 
sand and Portland cement, will effect a saving of perhaps 
$12,000 over the cost of constructing them in brick. The 
construction of concrete sewers is, however, somewhat 
difficult, and, lacking the necessary skill, is not always un. 
dertaken. The appended estimates of cost have therefore 
been made for brick sewers. 

A.— Inspection of Sewers. 

One of the essential requirements of a modern system 
of sewers is that every part of it can be inspected at any 
time, so as to ascertain its condition and locate a possible 
accumulation of matter which may form a nucleus for an 
obstruction to the flotfr. 

Pipe sewers which are too small to be entered by a man 
are therefore built perfectly straight to line and grade 


1 7 


between two points of access. This makes it practicable to 
fight through every pipe at any time and to discover any 
deposits. 

At points of access manholes are built, sufficiently large 
:o allow a man to descend to the bottom of the sewer. By 
adding a lamp with a reflector at one manhole, an observer 
stationed at the next one, and holding a mirror inclined 
at an angle of 45 degrees, can see through the entire pipe 
and, if unobstructed, the lamp at the other end. 

All turns and junctions are made at points where a man- 
lole is located and vice versa. Plates XIII to XVI show 
designs of manholes at various points. They also show 
row the junctions of the sewers are to be made so that no 
objectionable results will follow by the accumulation of 
deposits. Two models show the method of joining sewers 
.till more plainly. 

The locations of the manholes are shown upon the plans. 
They are placed at every junction or change of direction of 
I .he sewer, and on the straight lines also between such 
points, so that the distance to be sighted through the sewer 
lloes not exceed 200 or 300 feet. 

To make it convenient for inspectors to descend into 
i he manholes, steps should be provided, and at the bottom 
ilso a flat bench made large enough to stand upon while in¬ 
specting or cleaning the sewer. 

The manhole covers are perforated for ventilation, and 
i hould therefore be provided with dirt pans, which are 
I uspended so as to catch whatever dirt drops through the 
boles. These holes should be wider at the bottom so that 
Ihev will not easily close up with mud. 

I 

F .— Cleaning and Ventilating Sewers. 

If a sewerage system is properly constructed it can 
generally be kept clean by a proper method of flushing. It 
vill rarely be necessary to adopt any more expensive 
neans, should the flushing not accomplish the removal of 
my obstructions. In the latter case it is sometimes suffi- 




i8 


cient to use a floating ball, a few inches less in diameter than 
the pipe section. This ball is attached to a cord and allowed 
to float down the pipe. As it reduces the water section, 
the water in the free space around the ball gets a greater 
velocity and thereby scours out deposits, which an ordinary 
flush may not have accomplished. If the ball does not 
remove a serious obstruction, it is then necessary to push 
rods through the sewer. These can be made of ordinary 
gas-pipe and screwed together after being passed down 
into the manhole. Thev should have a disc or a stiff wire 
brush properly fastened to the front end. Appliances such 
as mentioned should be kept on hand ready for use in case 
of an emergency. 

Sewers may be flushed with water specially introduced 
for the purpose, or with the sewage itself when temporarily 
stored. The upper stretch is usually flushed with clean 
water, either from the city’s supply, or from collected 
ground or cistern water. Lower stretches of the sewer, 
owing to the larger quantity of sewage flowing in them, 
are cleaned with sewage, unless water can temporarily be 
made to run through them from a canal or brook. 

The appliances suggested for the upper ends of lateral 
sewers are automatic. On Plate XVI two forms are shown, 
which are in common use in the United States. The 
capacity of these tanks should be from 150 to 300 gallons. 
When the water filling them reaches a certain level, the 
entire contents of the tank are automatically discharged 
through the sewer. 

The effect of such tanks of small capacity does not 
carry very far, particularly on light grades. In addition 
to them, it is, therefore, necessary to have flushing gates, 
to be operated by hand, placed at certain points along the 
main sewers. Their locations are indicated on the plans, 
and details will be found on Plate XVI. By closing the 
gate the sewage may be retained until it has backed up so 
that it stands 2 or 3 feet deep. The volume of stored water 
thus obtainable ranges from 1,100 to 14,000 gallons, ac¬ 
cording to the slope and length of the sewer. The releasing 


19 


of this quantity of sewage thus dammed up will serve for 
a flush, which is usually quite effective. Several repeti¬ 
tions are almost sure to remove all deposits in the larger 
sewers. 

These flushing manholes should also be served by a pipe 
connecting with the water main, so that water can be ob¬ 
tained to assist in flushing in case the sewage flow is light. 

The gates in the screen house can also be used as flush¬ 
ing gates by closing them in the day time and pumping 
down the sewage in the reservoir. The sewage then accu¬ 
mulates in the main sewer, and, by opening the gate sud¬ 
denly, the sewage flows with an increased velocity into the 
reservoir, and thus allows a moderate flush to be obtained 
in the main sewer above the gates. 

The large flush tank on Metcalf street, near Mr. Marques’ 
house, may possibly be filled by water from his well, or 
from a special well dug for the purpose, or from a tunnel 
driven into the water-bearing stratum, which is said to have 
an elevation of about 40 at this point. 

The flush tanks which are to be placed at the upper 
ends of the main sewers should each hold from 2,000 to 
5,000 gallons of water, and their discharge should be regu¬ 
lated by hand. The details of these tanks are shown on 
Plate XVI. They should be filled with water from wells, 
springs, creeks or from the city water mains. If the tanks 
are built into a water-bearing soil, their bottoms should be 
left uncemented, to permit of an infiltration. When they 
are filled with water brought in pipes, the depth of water in 
the tanks is to be limited by a balanced valve operated by a 
float. The discharge is effected by raising a quick opening 
screw gate by hand. There is an overflow pipe leading from 
each tank into the sewer, to serve also as a ventilation pipe 
for the latter. 

Owing to the flat grades that have been unavoidable in 
your city, and on account of the climate, it is desirable to 
keep the sewers as clean as practicable. Liberal arrange¬ 
ments for flushing the system have, therefore, been pro¬ 
vided. 


20 


Of equal importance to cleaning the sewers is their 
ventilation. Its object is twofold : 

Fust— The air, if confined within the sewer and its 
branches, is subject to compression and rarefaction by the 
rise and fall of the sewage. The variation of density in the 
sewer air is apt to cause either a blowing out ora siphonage 
of the traps attached to the fixtures in the houses, and a con¬ 
sequent escape of foul air into the same. It is, therefore, 
necessary to maintain atmospheric pressure within the 
pipes, or, in other words, a free communication with the 
outer air. 

Second .—The sewage in its daily rise and fall, due to 
the different rates of water consumption during the day 
and night, coats the sides of the sewer with organic matter. 
By decomposition this coating gives off offensive gases. 
Sewage that is not fresh, but has been temporarily held back 
by imperfect design or construction of the sewers and of 
the fixtures within the buildings, or by an imperfect manner 
of cleaning the same, likewise becomes offensive. It is, 
therefore, desirable to dilute the sewer air sufficiently to 
make the gases contained therein unnoticeable and to 
neutralize their bad effect by oxidation. 

The problem of sewer ventilation therefore resolves 
itself into a provision for maintaining a direct communica¬ 
tion between the air in the sewers and the atmosphere, and 
in allowing the entrance of pure air and its circulation 
through the sewers to be as free as practicable. 

The most perfect way, in my opinion, of accomplishing 
the above condition, is to ventilate the public sewers 
through the house sewers and soil pipes of the buildings. 
This is accomplished by having perforations in the manhole 
covers in the streets and extending the soil pipes several 
feet above the roofs of the houses. In this way abundance 
of air can enter the sewers from the street and circulate 
through them and pass out above the roofs of the buildings. 
This method of ventilation requires that the entire plumb¬ 
ing in the houses be planned and constructed by intelligent 
and responsible parties so that the work will be properly 


21 


done. It has been introduced in a number of cities of the 
United States and is the common one on the continent of 
Europe. 

In England and in some American cities it is objected to 
on account of a fear that should a leak occur in the house 
pipes, there would be danger to the inhabitants of contract¬ 
ing a disease, the germs of which might come from the 
public sewer. In my opinion these fears are not well 
founded, as there are no facts on record to justify them. 
On the other hand, the advantages of a thorough draught 
through the house pipes is considerable; it keeps them 
much cleaner than if a trap is placed between the house 
and the sewer, thus disconnecting the two. 

Where a municipal control of the house sewers can¬ 
not be secured, it is then better to have a trap on the house 
pipe near the curbstone, and to confine the ventilation of 
the public sewer to whatever circulation is obtained 
from the openings in the manhole covers. It is 
found in such a case that near the upper end of the 
sewer, particularly on steep grades, the air will freely 
escape from these openings. Unless the sewers are kept 
perfectly clean, its odor may be somewhat offensive. 
Should it be desirable to prevent the escape of this air 
from the upper manhole cover, there is then no other 
practical way of securing a thorough ventilation except 
by leading a special pipe from the manhole up to be¬ 
yond the roof of an adjoining house or into a shaft spe¬ 
cially erected for the purpose. A less effective, though 
somewhat palliative, measure against the escape of the air 
at the highest manhole is to hang a light rubber flap valve 
against the opening of the inlet pipe to the manhole, which 
allows the sewage to flow by, but prevents much of the 
air from passing upwards into the pipe. By such means 
each section between two manholes is independently venti¬ 
lated into the street and the escaping air is likely to be much 
less foul. I should add that if the sewers are kept properly 
flushed and clean, as they ought to be, this air is seldom 
found to be offensive and is generally not even noticeable. 


22 


G — Storage Reservoir, Pumping Station and 
Outfall. 

The two main sewers unite on the Beach road at a point 
about 800 feet south of the Battery, whence a brick sewen 
36 inches in diameter, leads to the storage reservoir. 

The reservoir should be built of sufficient capacity to 
store the sewage during the night time, as it has been found 
by comparative estimates of cost, that, on account of the ex¬ 
pense of coal, it will be cheaper to pay the interest on the 
cost of this reservoir, to operate it and to maintain a sink 
ing fund, than to pump the sewage continuously, both night 
and day. 

The total night flow for twelve hours is estimated at 
51,840 cubic feet. For the present and for many years it 
is probable that the quantity of sewage requiring to be 
stored will not exceed 35,000 cubic feet. 

The site for the pumping station and storage reservoir 
is located on government property lying south of the Bat¬ 
tery and west of the Beach road. 

The reservoir is to be excavated in the coral rock. The 
earth and rock from the site are to be spread out over the 
contiguous grounds, so as to raise them above high tide 
level. In filling, the material should be so graduated that 
the finer rock and earth are near the top. Upon this ma¬ 
terial a layer of soil should be placed for the purpose of 
growing trees, shrubbery or grass, excepting where the 
ground is occupied by roads. 

Before flowing into the reservoir, the sewage will pass 
through screens, gates and valves. 

There are to be two screens made of wrought-iron 
bars, as shown on the detail drawings on Plate XII. Each 
screen is hung on a heavy chain passing over a wheel near 
the ceiling of the screen room and counter-balanced with a 
heavy cast-iron weight. Each screen can thus be readily 
and quickly raised or lowered. The screens are to be in 
duplicate, so that when one is being cleaned, the other is in 
position to intercept the floating matter. 


23 


To clean the screen it is raised so that the apron at the 
bottom is on a level with the concrete block spanning the 
channel. A low iron truck or barrow may then be pushed 
close up to the concrete block, and the screenings raked 
and brushed into the truck. The screenings from this 
plant may be mixed with a little coal and readily burned 
under the boilers. 

After passing the screens, the sewage flows suc¬ 
cessively through two gates, and finally enters the 
storage reservoir. From the first chamber a 27-inch drain 
leads to the quiet water of the harbor. It is provided with 
a cast-iron flap or tide valve, arranged to prevent high-tide 
water from running back into the storage reservoir. With 
proper management of the machinery, this overflow will 
never convey any sewage to the harbor. 

Iron steps with hand railings are provided at different 
points, to enable the attendants to descend for the purposes 
of inspection and cleaning. 

The storage reservoir is rectangular in shape, about 78 
feet square, and 10 to 11 feet in depth below the arches. 
The entire masonry construction of this reservoir is to be 
of concrete. The bottom consists of a series of inclined 
planes, all sloping toward the inlet, to facilitate cleaning. 
The side walls are vertical and about 3 feet thick. The 
roof consists of a series of cylindrical arches, supported on 
walls carried on a series of arches resting on the tops of 
concrete pillars, each 2 feet square in section. 

Eight vertical shafts, open at the top, but covered by a 
thick plate of wire glass, are located as shown on Plate XI. 
By closing certain of these ventilating shafts and opening 
others, the air can be changed in the reservoir as may be 
desired. 

A 3-inch galvanized wrought-iron pipe extends around 
the reservoir on the inside at a height of about 4 feet from 
the bottom. It is connected with the city water mains, 
and is to have valves and hose connections, so that the 
reservoir may be washed out after it is emptied. 

A conduit of 12-inch vitrified pipe leads from the storage 


24 


reservoir to the chimney of the pumping station, and ex¬ 
tends up inside of the latter nearly to the top, to aid in the 
ventilation of the reservoir. This ventilating pipe has a 
regulating valve at the point where it leaves the storage 
reservoir. Just outside of the base of the chimney is a hand 
hole to permit inspection and cleaning, of the ventilating 
pipe if necessary. The pipe leaves the storage reservoir 
above the high-water level of the sewage in the reservoir. 

The top of the reservoir should be covered with earth 
and converted into a lawn. 

An 8-inch suction pipe leads from each of the two 
chambers in the screen house to the pumps in the station. 
When it is desired to empty the reservoir, the gate/, Plate 
XI, is closed, and the sewage pumped from the reservoir, 
the gate H being left open. When the reservoir is emptied 
and washed clean, which will require about four hours, the 
gate / may then be opened again. 

In case any repairs should be necessary in the reser¬ 
voir, or if, for other reasons, the reservoir should be out of 
service, the sewage may be pumped directly from the 
chambers in the screen house, and probably for several 
hours the large main sewers might act as a storage reser¬ 
voir, without allowing the water to rise in them to a suf- 
cient height to cause inconvenience. 

If at any time it becomes desirable to increase the capacity 
of the storage reservoir, this can be easily done by length¬ 
ening it or building a new one alongside of it. With the 
capacity of the engines and boilers as recommended, and 
the possibility of using the sewers themselves for storage, 
it is probable that the reservoir will prove sufficient for 
many years. 

The pumping station is located between the storage 
reservoir and the Beach road. The building contains four 
rooms ; one, 14 feet square, for the engines and pumps; one, 
20 feet square, for the boilers ; one, 14 feet square, for stor¬ 
age of coal, and a small room for an office. 

During the day time and for a population of 25,000 per¬ 
sons, the lift at the pumps during mean tide will be about 


25 


10 feet. For a population of 50,000 persons it will be about 

11 feet. 

During the night time, when pumping is suspended, the 
reservoir will fill up. The greatest lift at the pumps during 
mean tide, and when the reservoir is about emptied, and the 
pumps are running rapidly, will be 14 or 15 feet. This lift 
will be required only for a short time. 

The power required for pumping the sewage will for the 
present consist of one 20 horse power engine, with a 6-inch 
centrifugal pump, and one 25 horse-power boiler. For the 
greatest flow that the sewers, as designed, will carry, the 
necessary power is double the above, namely, two 20 horse¬ 
power engines, two 6-inch centrifugal pumps, and two 25 
horse-power boilers. For the ordinary service only about 
8 to 10 horse-powers will be required for some time, but it 
is best to have from the beginning a surplus of power, 
especially in small plants. The same pumps when run 
together can serve the future population of 50,000 persons. 

The pumping machinery should be provided in duplicate 
as recommended, so that if one set of engines or pumps 
needs repairs, there is another one ready to do the work 
and prevent a surcharge of the sewers. 

The grounds around the building are to be graded and 
laid out with roads, as shown upon Plate VII. 

Instead of pumping by steam it is possible, if a suitable 
new reservoir were built in the Nuuanu Valley, to pump 
the sewage by electrical power. In view of the difficulties 
in building such a reservoir, however, it has not been 
deemed expedient at the present time to recommend this 
means. 

The discharge pipes from the pumps will unite outside 
of the building with the 24-inch cast-iron force main, lead¬ 
ing to the outfall. On the discharge pipe of each pump, 
before it leaves the pumping station, will be placed a check 
valve of full-size opening, to prevent sewage being forced 
back into the idle pump when the other is in operation, and 
also to permit the priming of the pump by means of an ex¬ 
haust steam jet. 'It has been found more desirable to use 


2 6 


this method of priming than to depend upon a foot valve at 
the end of the suction pipe. In case a foot valve becomes 
clogged, or held up, it is very difficult to clean it, as it is 
submerged several feet below the surface of the sewage ; 
whereas, to remove the cover from the check valve in the 
engine room and clean out the obstructions is the work of 
but a few minutes. 

The force main, from the pumping station to a point 
about opposite the corner of the storage reservoir, is to be 
of cast-iron and 24 inches in diameter. Then, to a point 
about 250 feet shoreward from the edge of the coral reef, it 
is to be made of 24-inch vitrified sewer pipe, laid in a trench 
to be excavated in the coral rock. The joints of this pipe 
should be flexible, and capable of being made tight under 
water, as they will be completely submerged at high tide. 
The vitrified pipe is to be bedded in and surrounded by 
concrete to a depth of about 6 inches over the top of the 
pipe. 

An automatic air valve is located on the force main at 
the pumping station and another one at the far end of the vit¬ 
rified pipe, both to permit the escape of accumulated air. 
They are shown in detail on Plate VIII. 

From the end of the vitrified pipe section to the outfall, 
the force main is to be 24 inches in diameter, and built of 
metal plates % inch in thickness, with riveted seams. It 
is to be made of steel or of the best quality of wrought 
iron, such as has been used for the water pipes of the 
Spring Valley Water Company in San Francisco. 

The laying of this portion of the force main will require 
special care and special methods. It is contemplated to 
build it on shore, in lengths of about 60 feet, with flexible 
joints at the end of each length, such as are shown on 
Plate VII. In the deep water the pipe is to be lowered to 
the bottom from barges anchored in proper positions. In 
the shallower water it may be laid either in this manner, or 
the joints may be bolted together by a diver. 

The portion of the pipe passing through the edge of 
the coral reef is to be protected from damage by storms, by 


2 7 


a covering of concrete 3 to 4 feet in thickness ; the pipe 
being laid in a trench excavated in the coral rock. The 
outfall end of the force main, is to be supported by a cast-iron 
frame, so that it will stand about a foot above the bottom of 
the ocean. The location of the end of the outfall force 
main is to be indicated at the surface of the water by a 
buoy attached securely to a heavy anchor. 

H . —House Sewerage. 

The full benefit of a sewerage system can be expe¬ 
rienced only when also that portion of it which extends into 
the houses and up to the various sewage receptacles is 
properly designed and constructed. In fact, so far as the 
propagation of disease is concerned, the latter is even more 
important than the public portion of the system, because 
it brings any possible danger much nearer to the indi¬ 
vidual. 

As the design and construction of house sewerage is in 
the hands of the property owners, municipal control of it 
is limited to a simple approval of the work, based on gen¬ 
eral regulations w T hich should be adopted by the city. 
Such regulations are now being put in force in many 
cities, and in every case with great advantage to the com¬ 
munity. 

I shall mention below the essential requirements and 
arrangements for a properly sewered dwelling-house. 

1. The materials and workmanship must be first class. 
Inasmuch as the sewer air can escape without being noticed, 
unlike the effects of leaking water or gas pipes, this requisite 
is doubly important. 

2. The connection with the sewer must be carefully made 
to prevent a leakage of the sewage into the soil. Outside 
of the house the sewer may be made of vitrified pipes care¬ 
fully joined with hydraulic cement, but inside the walls of 
the house none but metallic pipes and joints must be used. 
Clay pipes and cement joints cannot be made air-tight, and 
should be confined to out-door work. 


28 


3 - All receptacles of waste water, such as water closets, 
wash-stands, sinks, bath tubs, etc., must be separately 
trapped and as near the fixture as possible, in order to avoid 
a great length of foul pipe abov*e the trap, which would ex¬ 
pel its air into the rooms every time the fixture is used. 

4. A perfect circulation of air must be made possible 
throughout all the pipes between the various traps, just 
mentioned, and the open air at points where its escape 
is not objectionable. The object of this is two-fold. First: 
To cleanse the various pipes by the oxidizing effect of a 
current of air, which, as far as the slimy coating of the pipes 
is concerned, is much more effectual than water flushing. 
Second : To prevent the forcing of the traps at the fixtures, 
by permitting the immediate establishment of an equilibrium 
in the pipes when a fixture is being used. 

This circulation of air in the pipes requires both an in¬ 
let and an outlet to the same and is obtained in the follow¬ 
ing manner: No vertical soil or waste pipes should have a 
trap. They should be laid as direct as possible and extend 
at least lull size through the roof and be left open without 
cowl, hood or any other contrivance. If the house pipes are 
perfectly secure against leakage of air, the main drain lead¬ 
ing from the house to the sewer should be left without a 
trap and thus permit the sewer air to pass freely through 
the house pipes to beyond the roof. In this manner a bet¬ 
ter ventilation and cleansing is given the house pipes them¬ 
selves than is generally obtained in any other usual way. 
If it is preferred, the soil pipe may extend to above the 
roof on the outside of the building, because in the climate 
of Honolulu there will be no freezing weather to make this 
impracticable. If the work is properly done, there is no 
preference of one method over the other. If, for some rea¬ 
son, due to the inability to control the construction of the 
house sewerage, this method of ventilation is not deemed 
desirable, it is necessary then to place a main trap upon the 
house sewer and to build a “ fresh air inlet ” on the house 
side of the trap. It is usually placed near the curbstone, 
but can be at any point out of doors at least 15 feet from a 


29 


window. Air usually enters it and passes through the pipes 
and out beyond the roof. When water closets are being 
flushed, the current is often reversed, which, on account of 
the comparative purity of well ventilated-pipes, should not 
make an occasional escape of air at the curbstone notice¬ 
able or objectionable. 

5. To guard against the usual siphonage of traps at the 
fixtures, when a large quantity of water is suddenly passed 
through them or down the main pipe adjoining them, they 
must each be separately ventilated. Under certain condi¬ 
tions so-called “ anti-siphonage ” traps, such are in the 
market, may be used with impunity. A decision in each 
case regarding the applicability of such appliances should 
be given by an expert, but it is generally safer to use the or¬ 
dinary bent traps, and to ventilate each one by a special 
pipe starting at the highest point of the trap and extending 
beyond the roof, either separately or leading into a soil pipe 
or waste pipe above the entrance of the highest fixture con¬ 
nection. The vents from several pipes may be joined into 
one. They must always have a continuous slope to avoid 
collecting water by condensation. No trap vent pipe 
should be used as a waste or soil pipe. 

6. Soil or vent pipes required for ventilation must never 
be used as rain-water leaders, or vice versa. 

7. No waste from any refrigerator or safe below a fix¬ 
ture must be connected with a sewer. It should be carried 
down independently and discharged out doors or into an 
open sink, so as to make it impossible to receive air from 
the sewer. 

8. The pipes within the dwelling must be placed so as 
to be available or readily accessible at any time. In the 
cellar they should be run along the wall and painted white 
so as to show leakage more readily. In the upper stories 
they should either be fully exposed to view, or run in 
vertical boxes set in the walls or in the corner of the rooms, 
the lid being fastened down with screws. No pipes or 
fixtures should be built into the walls in a manner making 
them inaccessible. 


30 


g. Water closets should be supplied from special tanks 
or cisterns immediately over them and not from the water 
pipes, as under same conditions the closet air would be 
sucked back into the pipe and contaminate the water supply 
of the house. 

10. Where considerable washing of dishes is done, grease 
traps should be placed under the kitchen sinks so as to 
prevent the closing up of the waste main pipes from con¬ 
gelation of the grease. 

11. No casing should be built around the bottom of 
bath tubs, water closets or sinks, as they form chambers of 
foul air. When kept open these places are not necessarily 
unsightly, and are then likely to be kept just as clean as the 
rest of the room. 

12. The best method of ventilating the apartment con¬ 
taining a water closet is to establish a draft from the room 
toward the bowl of the closet, where a vent pipe should be 
started and lead out above the roof independently of sewer 
pipes. The draft can be improved by a continuously burn¬ 
ing small gas flame, for which economical contrivances are 
in the market, or by the pipe leading out above the roof 
alongside of the kitchen chimne}^. To ventilate a water 
closet chamber through an open window or a pipe starting 
at the ceiling, or at any other part than at the bowl of the 
closet, will cause the foul air from the latter first to pass 
through the room before leaving it. 

13. The main sewer from a dwelling-house must have a 
size of not less than 4 nor more than 6 inches. It must 
be laid to a true grade of not less than one-fourth of an inch 
to 1 foot, and as straight as possible. All changes of direc¬ 
tion must be made with curved pipes, and all connections 
with Y branches and eighth bends. 

14. The soil pipes should be 4 inches in diameter. 
The vertical waste pipes acting as ventilators should be 2 
inches in diameter. They should all be of iron and have a 
thickness of not less than one-eighth of an inch, and be 
thoroughly coated with asphalt or coal-tar pitch applied 
hot. 


3i 


15. The joints in iron pipes are best made either with 
screw-joints, or caulked with oakum and lead, so as to be 
perfectly impermeable to gas. Joints of iron with lead 
pipes should be made with a brass sleeve or ferrule caulked 
into the hub with lead, and attached to the lead pipe by a 
wiped joint, or they should be made in an equally thorough 
manner. Hydraulic cement joints must not be permitted 
on pipes inside of a house. 

16. Overflow pipes from fixtures must always be con¬ 
nected on the inlet side of the respective trap. 

17. No person shall make any connection with a sewer, 
or any part of the works, without the permission of the city 
authorities. 

18. No person shall be permitted to lay house drains 
or to do the plumbing inside of a house who is not a licensed 
plumber, or in some other way can be legally held to do his 
work properly and in accordance with the best and estab¬ 
lished practice. 

Plate XXI contains the details of several plumbing 
arrangements, which can be recommended for public build¬ 
ings, schools and hotels. 

The plumbing arrangements of a typical two-story 
dwelling-house are shown on Plate XX. The plans of this 
and other buildings were courteously furnished by the 
architects, Messrs. Ripley & Dickey. A plan for the 
drainage of a dispensary is contained on the same plate. 

A store building is shown on Plate XXI. The sewer 
for this building is indicated in full lines leading to the 
public sewer. If no public sewer exists, the sewage may 
be taken to the cesspool at the rear of the building. The 
arrangements for this case are shown by dotted lines. On 
Plate XXI are further shown : 

1. A section of an “Em Ess” Parsons Water Closet. 
This closet is specially designed for places where a large 
accommodation is necessary. It consists of a long trough, 
the bottom of which has a series of depressions in it, each 
depression being a little lower than the next succeeding 
one. The closet is emptied by a volume of water dis- 


32 


charged into it rapidly at the highest end from an auto¬ 
matic flush tank, located on a bracket on the wall above the 
closet. In operation the closet is very effective and eco¬ 
nomical in the use of water. The flushing water discharges 
into the uppermost depression, flows through this into the 
second, and so on successively to the outlet into the sewer, 
washing out the contents of each depression and leaving 
each basin clean and full of clean water. These closets 
are made with any desired number of sections, or of any 
length. 

2. A section of a Siphon Eduction Urinal. This is also 
emptied by a stream of water from an automatic flush-tank 
at an elevation above the urinal. When the tank discharges 
into the trough rapidly, the water rises sufficiently high to 
start the siphon at the end of the apparatus. It will empty 
the contents of the trough into the sewer, and, when its dis¬ 
charge is broken, the clean water from the perforated 
spray-pipe running above the trough fills it again to the 
proper level with clean water. This apparatus is also made 
of any desired length. 

3. A convenient arrangement for a school water-closet, 
with separate accommodations for boys and girls, and also for 
the men and women teachers. The fixtures shown can be rec¬ 
ommended, both for their efficiency and simplicity, where an 
adequate supply of water is available. The closets are not 
trapped separately, but a trap is placed upon the sewer 
below the point where the last fixture is joined to it. This 
trap is ventilated on the sewer side by a pipe extending up 
through the roof, of the full size of the sewer pipe. The 
latter provision is necessary, both to permit a ventilation 
of the long pipe leading to the public sewer, and to prevent 
the siphonage of the trap. 


33 


/.—Estimates of Cost. 

PUMPING STATION. 

Building and Grounds. 

Foundations.. $477 

Brickwork..... 2,656 

Carpenter work. 588 

Plastering__ __ . 150 

Concrete floors.. 225 

Slate roof.. 205 

Copper work . 145 

Hardware.. 65 

Lighting, wiring, etc.. 75 

Painting and oiling ___ 60 

Incidentals.. 400 

Chimney stack, including ventilation 

pipe, etc.. 1,260 

Arch flue to stack. 345 

Grading grounds around pumping 
station, road-making, sodding, 

draining, etc. 750 

-$7,401 

Machinery. 

Foundations..... $500 

Two 25-H. P. boilers and setting... 3,300 

Steam fittings__ 5 ^° 

Two 20-H. P. engines... 1,000 

Two 6-in. centrifugal pumps- 600 

Suction pipes... 250 

Check valves, specials, etc. 500 

- 6,710 

Screen House. 

Brick masonry_ $ 55 ° 

Carpenter work_ 15° 

Plastering... 7 ° 

Carried forward. $14,111 




























34 


Brought forward.. $14,111 

Hardware, tinning, etc. $55 

Painting and oiling.. 30 

Handrails, ladder, etc... 68 

Gates and frames in place_ 333 

Screens and frames in place. 510 

- 1,766 

Storage Reservoir. 

Excavation, 3,867 cu. yds. $5,853 

Concrete, 1,090 cu. yds... 10,900 

Pumping, during 50 days_ 1,000 

Centers, lumber and labor_ 220 

Plastering interior.. 678 

Ventilation holes and pipes_ 50 

Wash-out pipes and valves.. 250 

-18,951 

Total.. $34,828 


OUTFALL FORCE MAIN. 

Excavation.. $2,424 

Concrete. 12,050 

Vitrified pipe, laid, 3,070 ft.. 9,824 

Cast iron pipe, laid, 90 ft. 460 

Steel, or best wrought-iron pipe, 

laid, 2,200 ft... 15,000 

-$39,758 

Total.. $ 39,758 





























35 


MAIN SEWERS. 


Including Cost of Manholes and other Appurtenances. 


Main Sewer From Pumping Station to 


Metcalf Street. 

2.460 ft. of 24-in. pipe sewer_$12,662 

3.460 “ “ 18 “ “ “ 8,332 

2,220 “ “ 16 “ “ “ 4,507 

2,930 “ “ 14 “ “ “ 4,717 

670 “ “ 12 “ “ “ 978 

2,360 “ “ 10 “ “ “ 4,027 


Piikoi Street. 

690 ft. of 10-in. pipe sewer_ $699 


Main Sewer From King Street Bridge to 


Pumping Station. 

240 ft. of 36-in. brick sewer_ $2,105 

1,860 “ “ 34 “ “ “ 16,036 

1,200 “ “ 32 “ “ “ 10,010 

1,000 “ “ 28 “ “ “ 8,164 

310 “ “ 24 “ pipe “ 1,652 

340 “ “ 22 “ “ “■ 1,437 

460 “ “ 20 “ “ “ 1,651 

1,020 “ “ 18 “ “ “ 3,508 


Punchbowl Street. 

635 ft. of 14-in. pipe sewer.. $1,409 

1,225 “ “ 12 “ “ “ .- 1,928 

1,025 “ “ 10 “ “ “ . M 5 1 


Alakea Street. 

690 ft. of 14-in. pipe sewer... $1,102 

1,440 “ “ 10 “ “ u -. : , 55 0 


$35,223 


699 


44,563 


4,788 


2,652 


Carried forward 


$87,925 




























3 6 


Brought forward___ $ 87 > 9 2 5 

Fort Street. 

925 ft. of 10-in. pipe sewer.- 1*055 

Kukui and Nuuanu Streets. 

2,360 ft. of 10-in. pipe sewer_ 2,549 

River Street. 

1,570 ft. of 10-in. pipe sewer. Si,794 

1,480 “ “ 14 “ “ “ __. 3,122 

- 4,916 

King Street. 

1,610 ft. of 12-in. pipe sewer. $2,292 

1,560 “ “ “ “ “ 2,272 

-4,564 

Total. $101,009 


SUMMARY FOR MAIN SEWERAGE. 

Pumping station.._... $34,828 

Outfall force main...._. 39,758 

Main sewers....... 101,009 


Si75,595 

Add for contingencies and engineering 15 

per cent..... 26,339 


$201,934 


LATERAL SEWERS. 

Including Manholes, Flush Tanks and House Branches to Curb Line. 

Average cost of 6-in. sewers $1.25 per foot, 

or.....$6,600 per mile. 

Average cost of 8-in. sewers $1.40 per foot, 

or. $7,392 “ “ 
























DRAINAGE. 


There are lour principal valleys in the built-up part ol 
the city in which the surface-water naturally flows to the 
harbor. In each of these valleys the quantity of water that 
will concentrate during heavy rains is too great to allow it 
to flow on the surface of the streets, and provisions should 
be made for its removal in underground channels. 

The most northerly of these drainage areas will deliver 
its water into a drain beginning on Nuuanu street, about 
half way between Beretania and Kukui streets. It runs 
northerly on Nuuanu street to Kukui street, and thence 
northwesterly on Kukui street, emptying into the Pauoa 
stream. 

Another drain will begin on Fort street, at the south 
side of Hotel street. It runs on Fort street to Queen street; 
then, turning northwesterly, it runs on Queen street as far 
as Kaahumanu street, at which point it turns to the west 
and discharges into the harbor. 

A third drain commences on Alakea street, at Hotel 
street, and runs on Alakea street to Halekauwila street; 
thence southeasterly to Richards street, where it turns and 
follows the latter to an outfall at the harbor. 

A fourth drain begins on Luso street at Miller street. 
It follows Miller street to Punchbowl street, along Punch¬ 
bowl street to Beretania street, and easterly along Bere¬ 
tania street to the existing natural water-course. South 
from Beretania street this natural water-course is to be im¬ 
proved by the construction of an open channel with ma¬ 
sonry side walls and paved bottom, as shown upon Plate 
XIX. Where it crosses King and South streets there will 
be arched culverts of masonry. The outfall of this drain 
will be, for the present, into the swamps below South and 
King streets. It will thus assist in filling up the low areas 
by the silt that is brought down from the mountain. Ulti- 


38 


mately this drain must be extended to the harbor or to a 
permanent water-course to the east. 

The gutter on the eastern side of Punchbowl street, 
between the road going up the hill and Miller street, should 
be made and kept sufficiently large to divert the storm 
water coming down the hill into the draih beginning at 
Miller and Luso streets. 

A portion of the territory lying east of and tributary to 
this drain is to be provided with a special drain to take the 
water directly to the swamps. It begins at the intersection 
of Alapai and Beretania streets, follows Alapai to King 
street, then crosses King street in a westerly direction and 
discharges its contents into the swamp. 

These proposed drains are deemed sufficient at the pres¬ 
ent time. In the future they can be extended and have lat¬ 
eral branches. In the less densely built-up portions of the 
city, the water can be left to run off in the gutters into the 
nearest natural water-course, probably without objection 
for some time. 

For the drainage of the Kewalo district, it is recom¬ 
mended to have open ditches for the collection of the sur¬ 
face water and to lead them into a main intercepting ditch, 
properly graded, and discharging into the harbor near the 
Immigration Station. Other outlets for the rain water of 
this district should be made into present natural channels. 
It is, of course, not practicable to have an open channel to 
the ocean beach, as the breakers would immediately close 
up the same, unless special structures were built to prevent 
such a closing. 

I have generally located the drains on one side of the 
street, as it is usually more economical to do so. In case 
that a duplication is required in the future, then another 
drain can be built on the other side of the street. In most 
cases the house sewers will cross under the drains ; in some 
cases it may be found better to cross over them. In every 
case the relative depth of the sewers and drains must be 
such that they do not interfere with each other. 

The least velocity which it is desirable to maintain in 


39 


the drains, when they run half full, has been assumed at 
4 feet per second, which velocity, to a large extent, will 
prevent the deposit of silt and render the drains self-cleans- 
ing. 

On steep slopes it is practicable to allow for a very high 
velocity, without fear of injury to the drain, if it is built 
sufficiently strong to withstand the shocks of rapidly mov¬ 
ing water. As storms do not occur frequently, and, when 
they do occur, last but a short time, little fear need be had 
that the small amount of silt carried into the drain will 
abrade its surface. 

To determine the proper sizes of the drains, it is neces 
sary to inquire into the greatest rainfalls that are likely to 
occur in the City of Honolulu. 

In the Appendix B I have attached a letter, addressed 
by Dr. A. B. Lyons to Mr. F. S. Dodge, in which some of 
the heaviest rainfalls are noted, and which have, in a 
measure, guided me in the selection of the proper co¬ 
efficients in the usual formula. 

The sizes of the drains are proportioned by the formula: 

4 _ 

Q^-tr^A’S, in which 

Q = discharge in cubic feet per second ; 

A = drainage area in acres ; 

S = slope of territory in feet per i,ooo feet; 
c *** 0.50 generally, but 0.60 for the central part of the city; 
r= \y 2 inches of rainfall per hour for areas of over 30 
acres ; 2 inches per hour for areas of between 5 and 
30 acres, and 2 y 2 inches per hour for very small 
areas draining to the upper ends of the drains. 

The above given values of c will provide for sizes 
sufficiently large to answer for the present and probably 
for years to come. When the buildings become more 
numerous and the streets are paved, these values will be too 
small. It is considered better economy, however, to pro¬ 
vide at present only for the rain water that will have to be 
removed in the near future, and to build supplementary 



40 


drains later when required for a greater run-off from the 
storms. 

The drains, wherever practicable, should be made 
circular in shape. 

Where there is insufficient height to build a circular 
drain, it is necessary to increase the width and diminish the 
height. Such a section is shown on Plate XVII for the 
culverts under King and South streets near Alapai street. 
In such cases, in order to prevent deposits as much as 
possible, the inverts should be so constructed that there is a 
depression in the center, to increase the scouring action. 

The drains should be given a smooth interior surface, so 
as not to retain suspended matter carried down from the 
street surfaces, nor to retard the flow. For the same pur¬ 
poses they should also be given regular curves at bends. 
They should be placed under the street surface at as slight 
a depth as practicable, and should be built as carefully as 
the sewers. 

Drains that are less than 24 inches in diameter should be 
built of vitrified pipe. Above this size they should be 
built of concrete, and the invert lined with a layer 1 inch 
thick, of mortar made of equal parts of Portland cement 
and quartz sand. The open drain from Beretania street to 
the south has walls of rubble masonry, laid in cement 
mortar, and a bottom, either of stone blocks set in cement, 
or of concrete, in either case plastered smoothly with a 
heavy coat of cement mortar. The cement plastering must 
extend up the sides of the open channel at least 1 foot, 
and should be splayed at the top. 

To enable the street water to properly enter the drains, 
inlets should be provided at the street corners. On Plate 
XIX their construction is shown in detail. A trap is not 
necessary because, from the absence of sewage, no foul air 
will arise from the drains. 

Catch basins should be provided at all points where steep 
territory drains to the inlet. On flat territory near the out 
fall the basins can usually be omitted and the inlets may dis¬ 
charge immediately into the drain. As it is better to let the 


4i 


silt be washed out of the drain by the storm water than to 
take it out of the catch-basins, the drains have been given 
sufficient fall so that they will discharge the lighter matter 
brought into them. 

Where the outfall is distant, catch basins become neces¬ 
sary on flat grades. It is better, then, to intercept the 
silt and remove it from the basins after the storm is over, 
than to remove it from the drains with greater incon¬ 
venience and expense. 

Street inlets and catch basins are to be joined to the 
drains by 12-inch pipes. The slope of the pipe from a 
catch basin should be not less than 1 foot per 100. The 
slope of the pipe from an inlet should be not less than 
2\ feet per hundred. 

Plate XIX indicates six street intersections with typical 
methods of joining inlets and catch basins with the drains. 
It will be easy to select the proper method from these 
sketches in any given case. 

Drains should be provided with manholes as in the 
sewerage system, so as to make them accessible for ex¬ 
amination and allow obstructions to be readily removed in 
case they should occur. For the convenience of inspection 
the drains should be laid perfectly straight between man¬ 
holes, as already recommended for the sewerage system. 

Where practicable, drains may occasionally be flushed, 
but no expensive structures are necessary for this purpose, 
as there is hardly ever a need for them. Where a stream 
can be turned into the drain for the purpose of flushing it, 
then it should be done. If serious deposits should form 
in the drains, they will have to be cleaned out by hand. 

The outlets of the drains in the harbor are placed wher¬ 
ever practicable. As the storm water brings with it a good 
deal of suspended matter, a deposit will gradually form at 
the mouth of the drain. This deposit will have to be re¬ 
moved occasionally by dredging, so that the water depth 
in the harbor will not be decreased. Such dredging is less 
expensive than a sufficient number of catch basins, to prevent 
such a deposit in the harbor and to regularly clean them out. 


42 


Estimates of Cost. 


$491 

1,484 

39 i 
100 

-$2,466 

Drain on Fort and Queen Streets. 

600 ft. of 20 in. pipe, incl. manholes.. $1,480 

590 ft. of 22-in. pipe, “ __ 1,616 

200 ft. of 24-in. pipe, “ “ .. 672 

Inlets, basins and connections- 972 

Outfall... 230 

-4,970 

Drain on Alakea Street. 

590 ft. of 20-in. pipe, incl. manholes.. $1,411 

500 ft. of 30-in. concrete, incl. “ .. 1,596 

700 ft. of 36-in. concrete, “ “ __ 2,291 

450 ft. of 40-in. concrete, “ “ 1,633 

Inlets, basins and connections_ 1,599 

Outfall... 460 

-8,990 

$1,848 
2,710 
1,085 
19.725 
4,900 

1,093 

575 

500 

- 3 2 ,436 

Drain on Alapai Street. 


400 ft. of 16 in. pipe, incl. manholes.. $644 

350 ft. of 24-in. pipe, “ “ ... 1,089 

100 ft. of 36-in. concrete, incl. “ .. 333 

Inlets, basins and connections. 489 

Outfall..... 345 

- 2,900 

$51,762 

Add for contingencies and engineering, 15$_ 7,764 


Total cost..... $59,526 


Drain on Punchbowl Street. 

600 ft. of 24-in. pipe, incl. manholes .. 
830 ft. of 36-in. concrete, incl. “ 

310 ft. of 40-in. concrete, “ “ 

1,100 ft. of open channel.. 

Culverts under King and South sts. . 

Inlets, basins and connections_ 

Outfall___ 

Channel to swamp... 


Drain on Nuuanu and Kukui Streets. 
250 ft. of 18-in. pipe, incl. manholes.. 
550 ft. of 26-in. concrete, incl. “ 

Inlets, basins and connections. 

Outfall.. 





















CONCLUDING REMARKS. 

In the foregoing pages the works proposed for the 
sewerage and drainage of the City of Honolulu have been 
described, and the estimates of cost appended. A few re¬ 
marks only need to be added. 

It will be necessary at once to build the outfall sewer, 
the pumping station, the reservoir, and most of the main 
sewers. Some of the latter may be left, if desirable, for a 
later day, if they are not needed at present. The lateral 
sewers should be built at once on those streets that are 
now in need of improved sewerage. The other streets 
can be provided with sewers as they may be needed from 
time to time . As it was not possible for me to state just 
where you would care to build lateral sewers at the pres¬ 
ent time, no total estimate of cost was given, but merely the 
average cost per running foot and per mile, so that, know¬ 
ing the number of miles desired, the cost can be readily ob¬ 
tained by yourselves. 

It will be advisable to have the principal parts of the 
system built by parties who are accustomed to such work. 
It would be best to contract for the entire work with one 
part} 7 , so as to get the lowest figures. 

A few remarks should still be added upon the subject of 
construction. The advantages of a carefully designed sys¬ 
tem may be lost, in a large measure, if the sewers are care¬ 
lessly built, and not in strict accordance with the necessities 
of the system. It is, for instance, essential that the sewers 
should be water-tight. As it will be necessary to pump the 
sewage, this demand is of great importance. All material 
should be of the best quality, and the workmanship likewise 
of the best, because the works are under ground and may 
not for some time reveal any imperfections, arising from 
improper construction, when repairs may have become ex¬ 
pensive. 


44 


Another important feature of the construction is that 
the interior surface of the pipes and channels, against 
which the sewage flows, must be as smooth as practicable, 
not only to give the greatest possible discharge through a 
sewer of a given diameter and slope, but also to prevent the 
retention of particles of sewage matter. Slight protrusions 
and irregularities in the sections or junctions of sewers 
readily cause the retention of foul matter. The tongues at 
the junctions should be most carefully shaped so that they 
will not allow of any eddies, which cause deposits. 

The usual failures and unsanitary conditions of sewerage 
works are frequently due to the erroneous notion that be¬ 
cause sewers are covered up and out of sight the character 
of the work does not need to be first class. 

It may be well, in conclusion, to call your attention to 
the usual ways of paying for the construction of sewerage 
works. 

Sometimes the entire system is paid for by the pro¬ 
ceeds of a loan. As this method materially increases the 
indebtedness of the city, it is seldom adopted. 

Another method is to build only the main sewers, pump¬ 
ing works and outfall with the proceeds of a loan. The 
remaining expense is assessed against the abutting property 
served by the sewerage system. As it is of little conse¬ 
quence to the owner of the property as to whether the 
sewer he uses is a main or a lateral, it is customary to 
assess a uniform rate upon the property, either per foot 
frontage or per square foot of area, sufficient to pay for the 
expense of the lateral sewers. Should the property be 
situated on a main sewer, the assessment would in this case 
be only sufficient to cover the average cost of a lateral sewer. 

Further, it is practicable to pay for the system by 
assessing its entire cost against the abutting property. 
For this purpose it is necessary to ascertain the average 
cost per foot of the whole sewerage system. In some cases 
the city assumes the cost of building the sewers across the 
street intersections. In others, this cost is added to the 
assessment upon the properties. 


45 


In all assessments it is proper to deduct, on corner lots, 
the amount for the longest front, because a property is 
sufficiently served by having a sewer in front of only one 
of its sides. 

Where the properties are very large and not yet sub¬ 
divided, it is common to assess at a rate per square foot. 
Then, it is usual to confine the area thus assessed to a cer¬ 
tain depth, say 200 feet back from the street, on the suppo¬ 
sition that later other streets will be laid out serving the 
property situated further back. 

In some instances property has been assessed for both 
frontage and area, according to some arbitrary proportions. 

Finally, in a few cases, the sewers have been paid for by 
an annual sewer tax, covering the cost, both for construction 
and maintenance, in some proportion to the water tax. 
This method presupposes that the money for the entire 
works is to be raised by a loan, and that the annual taxes 
pay the interest and sinking fund for the same. This 
method is preferred in those towns where there are large 
properties with few buildings and where the frontage tax 
would be out of proportion to the immediate benefit de¬ 
rived from the sewers. It is argued that, inasmuch as the 
quantity of sewage stands in proportion to the quantity of 
water consumed in the houses, it is reasonable and just that 
the sewer tax should be in proportion thereto. 

Where only one payment is assessed upon the property 
to pay for the works, it will be necessary for the city at 
large to appropriate annually a sum for their maintenance. 

I trust that the above statements may aid you when 
discussing the question of paying for the sewerage system. 


APPENDIX A. 


List of Plans and Drawings Contained in a Bound 
Atlas Accompanying this Report. 

Plate I. 

General map, showing two projects for disposing of 
the sewage. 

Plates II, III, IV and V. 

Maps showing alignment of sewers and drains. 

Plate VI. 

Profiles of main sewers and drains. 

Plate VII. 

Plan showing the location of the pumping station and 
storage reservoir. 

Details of the out-fall force main. 

Typical section of roads around pumping station. 

Plate VIII. 

Plan of out-fall force main. 

Profile of out-fall force main. 

Automatic air valves on force main. 

Diagrams showing the frequency and direction of the 
winds for the years 1890 to 1896, inclusive. 

Plate IX. 

Details of pumping station ; plans, elevations and 
sections. 

Plate X. 

Elevations of pumping station. 

Elevation and section of main cornice. 

Plate XI. 

Plan and sections of storage reservoir. 

Details of gates in screen house. 



4 7 


Plate XII. 

Details of screen house. 

Plans, elevations and sections. 

Details of tide valve, hoisting apparatus and screens. 
Plate XIII. 

Typical sections of sewers ; junctions of house sewers 
with main sewers; right and wrong way to lay 
sewer pipes. 

Plate XIV. 

Details of drop manholes, sewer junctions and shallow 
manholes. 

Plate XV. 

Junction of main sewers at the pumping station. 

Flushing gate at junction of Punchbowl street and 
Beach road. 

Plate XVI. 

Details of manhole with hand flushing gate. 

Sections of Rhoads-Williams and Miller automatic 
flush tanks. 

Sections of 5,000-gallon flush tank. 

Flushing gate at intersection of Fort and Queen streets. 
Plate XVII. 

Details of manhole covers, hand flushing gate, manhole 
steps, and trip flushing gate for 24-inch sewer. 

Plate XVIII. 

Manner of joining open drain with culverts under King 
and South streets. 

Out-fall for drain on Richards street. 

Junction of circular drain, with open drain at Beretania 
street. 

Plate XIX. 

Details of street surface water inlet. 

Details of catch basin. 

Typical methods of joining street inlets and catch basins 
with drains. 

Curve and manhole on drain, showing junction of pipes 
from street inlet. 


48 


Plate XX. 

Drainage of a dispensary. 

Drainage of a typical 2-story dwelling-house. 

Plate XXI. 

Drainage of a store building. 

Section of syphon eduction urinal. 

Section of “ Em-Ess ” Parsons water-closet. 
Plan and sections of water-closet for a school. 





APPENDIX B. 


List of Excessive Rainfalls in Honolulu. 

GOVERNMENT SURVEY, 

HONOLULU, H. I. 

June 24TH, 1897. 

Mr. F. S. Dodge, 

Hawaiian Government Survey. 

Dear Sir,— From the official records of the Weather 
Bureau, I cull the following examples of flooding rains in 
Honolulu: 

In February, 1893, there fell on the 2d, 2.30 inches; on 
the 3d, 5.16 inches (within about eleven hours); on the 5th, 
1.35 inches; on the 6th, 1.90 inches; in nine consecutive 
days, ending February 10th, nearly 14 inches. 

In November, 1893, there fell on the 19th and 20th, 5.66 
inches of rain, falling in two principal showers, at the rate 
of nearly an inch an hour. 

On the evening of May 3d, 1892, there was a thunder 
shower with a rainfall of /f.35 inches, nearly all of it in less 
than two hours time. Water in the principal streets of 
Honolulu was 6 inches deep where there was not a heavy 
grade. This is the heaviest rain I myself have seen in 
Honolulu in recent years. 

I remember one, many years ago, when no records were 
kept, in which there must have been a rainfall of more than 
10 inches, much of it at a rate of 1 to 2 inches an hour. 

On May 10th, 1885, there was a rainfall recorded of 10 
inches of rain ; time occupied in falling not stated. In the 
heavy rain of December 30-31, 1896, the total rainfall in 
twenty-four hours was between 6 and 7 inches, of which 
3.50 inches fell in nine consecutive hours, and after an in- 



50 


terval of ten or twelve hours there was a downpour of 
about 1.25 inches in less than 40 minutes. 

In the heavy rains, it may be stated that a rainfall for 
several consecutive hours of half an inch an hour is com¬ 
mon ; 1 inch per hour is less frequent, but may be ex¬ 
pected perhaps once in a year. Rains at the rate of two 
inches per hour are more exceptional, but occur as often as 
once in ten years, perhaps; generally lasting, however, less 
than an hour, but frequently preceded and followed by rain 
at a more ordinary rate. 

Yours very truly, 

(Signed) A. B. Lyons. 


APPENDIX C 


List of Trade Catalogues, Models, etc., accompanying 
this Report. 

i. Catalogues. 

The Meyer Sniffen Co., Ltd., fine plumbing fixtures. 

J. L. Mott Iron Works, plumbing fixtures, etc. 

J. Stone & Co., ironwork for drainage, valves and other 
fittings for water supply. 

Doulton & Co., sanitary appliances. Two vols. 

R. D. Wood & Co., water and gas appliances. 

The Morison-Jewell Filtration Co., the Jewell Water 
Filter. 

2. Models, Etc. 

Junction of two sewers in manhole bottom. 

Junction of three sewers in manhole bottom. 

Sample of filter sand of Morison-Jewell Filtration Co. 




APPENDIX D. 


List of Prices assumed for Materials, Labor and Finished 
Work, most of which were furnished by Mr. W. 
E. Rowell, Superintendent of Public Works. 

i. Prices of Materials. 

Bricks. 

California, per thousand on wharf.. $12.00 

Cement. 

English Portland, per bbl.. . 2.50 

German Portland, “ “ __ 2.50 

These prices include delivery one-half mile 
from the wharf. 

Coal. 

Delivered on wharf in cargo lots, per ton_ 5.50 

Delivered in city in 3-ton lots, per ton. 6.75 

Iron. 

Wrought-iron spikes, bolts, etc., per lb.. .08 

Bar iron, per lb........ .03^ 

Forgings, per lb...08 to .12 

Manhole covers, steps, etc., delivered one-half 

mile, local price per lb. __ .05 

California cast iron, per lb... .04 

Lead. 

Delivered on wharf, per lb.... .04 

Pipe, cast and wrought iron. 

Delivered on wharf, per lb... .01 

Specials, per lb._____ .03 

Pipe, vitrified. 

20 per cent, off California price lists. 

















53 


Sand. 

Coral sand, per ton, $1.50 to $2.00 ; per cu. yd. 2.20 

California sand, per ton, $3.00; per cu. yd_ 3.60 

Black sand, local, per ton, $3.00 ; per cu. yd.. 3.60 


Stone. 

Broken for concrete, per cu. yd.$1.25 to 2.00 

Dressed stone, per cu. ft.... .80 


These prices include delivery on King st. 
Timber. 

N. W. Puget Sound, delivered in cargo quan¬ 
tities for foundation timber, per M ft. 


b. m.....$18 to 22.50 

Sheeting lumber, per M ft. b. m._.. 18.00 


These prices include delivery one-half mile 
from wharf. 


2. Prices of Labor. 


Bricklayers, per day...$4.00 to $6.00 

Carpenters, “ ....2.00 to 5.00 

Firemen, “ .... 2.00 to 2.50 

Foremen, on excavation, per month.. 40.00 

high class, “ . 100.00 

Hauling: within business limits of city, per ton.. .40 

per ton per mile, about.. .80 

Two-horse wagon and driver, per day_$8.00 to 12.00 

Large cart and driver, per day. 4.00 

Small cart and driver, “ .. 2.50 

Laborers, per day....$1.00 to 1.50 

Masons, “ ..-. 2.50 to 6.00 

Steam engineers, per month..$75.00 to 125.00 


3. Prices for Finished Work. 

Concrete, per cu. yd. .... $ 10.00 to 15.00 

Excavation, earth, dumped, per cu.yd.20 to .30 

“ “ including trimming banks, per 

cu. yd..25 to .40 


















54 


Excavation, earth, in trenches, including refilling, 

per cu. yd... .25 to .40 

• “ “ by dredging, per cu. yd__ .50 

“ rock (lava), per cu. yd...70 to 1.00 

“ “j (coral) in trenches, per cu. yd. $1.25 to 1.50 

Masonry, for foundations, per cu. yd.. 4.50 to 9.00 

“ brick work per M. . 17.00 

Piling, plain, including driving, per lin. ft_ .25 

“ sheeted with copper, including driving, 

per lin. ft____ 1 00 

Road metaling, laid, per sq. yd.. .. .28 

Sidewalk paving, lava rock laid in mortar, per sq. 

r : y d .------.....38 


co 


of C 


Qh, c 



























LIBRARY OF CONGRESS 



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